OWRNC Phase 3 - Soils Report.pdf

Information to Build On

PSI 4579 Navarre Road Canton, Ohio 44706 Phone (330) 478-0081 Fax (330) 478-3267

April 3, 2015

Mr. Rob Forney, AIA Project Manager Oculus Inc.

1 South Memorial Drive - Suite 1500 St. Louis, MO 63102

Re: FINAL - Geotechnical Subsurface Exploration Report

Proposed Cemetery Expansion Ohio Western Reserve National Cemetery 10175 Rawiga Road Seville, OH 44270 PSI Project No.: 0145769-3

Dear Mr. Forney:

In compliance with your instructions, we have conducted a Preliminary geotechnical subsurface exploration and foundation evaluation for the above-referenced project. The results of this exploration, together with our recommendations, are to be found in the accompanying preliminary report, three (3) copies of which are being transmitted, herewith.

After the plans and specifications are complete, PSI should review the final design drawings and specifications in order to verify that the recommendations are properly interpreted and implemented. It is also considered imperative that the geotechnical engineer or its representative be present during foundation installations to observe field conditions with respect to the design assumptions and specifications.

Should you have any questions regarding the contents of this submittal, please do not hesitate to contact us at 330-478-0081.

Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC.

Eric Olson, E.I.T. A. Veeramani, P.E.

Branch Manager Vice President

REPORT OF

GEOTECHNICAL SUBSURFACE INVESTIGATION

AND FOUNDATION EVALUATION

FOR THE

PROPOSED CEMETARY EXPANSION

OHIO WESTERN RESERVE NATIONAL CEMETERY

10175 RAWIGA ROAD

PREPARED FOR

OCULUS INC.

1 SOUTH MEMORIAL DRIVE

SUITE 1500

ST. LOUIS, MO 63102

PREPARED BY

PROFESSIONAL SERVICE INDUSTRIES, INC.

4579 NAVARRE ROAD, S.W.

CANTON, OHIO 44706

PSI FILE NUMBER: 0145769-3

TABLE OF CONTENTS

PROJECT INFORMATION ..................................................................................... Page 1

Project Authorization .................................................................................... Page 1 Project Description ....................................................................................... Page 1

TESTING PROCEDURES ...................................................................................... Page 2

Field Operations ........................................................................................... Page 2 Laboratory Testing ....................................................................................... Page 3

SITE AND SUBSURFACE CONDITIONS .............................................................. Page 4

Site Location and Description ...................................................................... Page 4 Subsurface Conditions ................................................................................. Page 4 Organics and pH Testing.............................................................................. Page 11 Groundwater Conditions............................................................................... Page 13

FOUNDATION EVALUATION AND RECOMMENDATIONS ................................ Page 13

Site Preparation and Earthwork Construction .............................................. Page 13 Engineered Fill .............................................................................................. Page 14 Foundation Recommendations .................................................................... Page 15 Slab Design and Construction ...................................................................... Page 16 Pavement Recommendations ...................................................................... Page 17 Seismic Site Class ........................................................................................ Page 19 Drainage and Groundwater Considerations ................................................. Page 19 Federal Excavation Safety Regulations ....................................................... Page 20

GENERAL COMMENTS ......................................................................................... Page 21

APPENDIX I

APPENDIX II

APPENDIX III

Oculus Inc.

Proposed Cemetery Expansion – Phase III Drilling

PSI File No.: 0145769-3

April 3, 2015

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PROJECT INFORMATION

Project Authorization

This report represents the results of a geotechnical subsurface exploration and foundation evaluation conducted for Oculus, Inc. in connection with the proposed Ohio Western Reserve National Cemetery Expansion located at 10175 Rawiga Road in the City of Seville, Ohio. Authorization to perform this exploration and analysis was in the form of a signed Notice to Proceed dated May 14, 2014 by Mr. Rob Forney, Project Manager for

Project Description

Project information was provided by Mr. Erik Wilson, Project Manager for Oculus Inc.

Project information included site plans, site photos and conceptual drawings. Based on the provided information, it is understood that the proposed project will include a 30 acre expansion of the existing Ohio Western Reserve National Cemetery located in Seville, Ohio. The expansion will consist of:

Full size and oversized gravesites and crypts to include private vaults.

Urn crypts, garden niche, and/or terrace sits with headstone support beam system.

One Committal Shelter.

Memorial Wall.

Remediation of the existing access roadway Construction of new Access Roads and Parking in the expansion areas.

Sound and Visual Barriers.

Other various signage and site furnishings.

It is assumed that the proposed structures are single-storied and are less than 10,000 square feet in plan area.

At the time of this report, it is anticipate that the west side of the side will consist of the expanded grave sit area consisting of crypts and private vaults and the areas on the south-east and north-east side of the site will consist of other structures such as a possible committal shelters, a memorial wall, a new administration building, and other smaller structures.

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No loading information was available at the time of this report, however, PSI has assumed maximum column, wall, and floor loads of approximately 70 kips, 4 kips per lineal foot and 100 pounds per square foot (psf), respectively, for the above grade structures for this submittal. Additionally, no loading or design information was provided in connection with the headstone support beam system.

The report will also take into account the soil boring data and information from the two Preliminary Geotechnical Reports dated July 1, 2014 and September 30, 2014.

The geotechnical recommendations presented in this report are based on the available project information, the proposed location and orientation of the building on the site and the subsurface materials described in this report. If any of the information we have been given or have assumed is incorrect, please contact us so that we may amend the recommendations presented accordingly. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project.

TESTING PROCEDURES

Field Operations

Field operations included a total of three mobilizations of the course from July 2014 to present day. In March of 2015, a total of ten (10) soil test borings were completed in addition to the forty-six (46) test borings previously taken in July and September of 2014 the approximate locations and depths of these borings are summarized in the following table.

Borings Location Depth (Feet)

SB-1 through SB-16 Grave Borings on West Side 10’ each

SB-17 through SB-22 Structural Borings on South-East Side 15’ each

SB-23 through SB-29 Roadway Borings 7.5’ each

SB-30 through SB-33 Structural Borings on South-East Side 15’ each

SB-34 through SB-46 Structural/Pavement Borings on North

& South-East Side 15’ each

SB-47, SB-49, SB-52,

& SB-53

Pavement/Driveway Areas on North Side

20’ each

SB-48 & SB-50 Structural Borings on North Side 20’ each

SB-51 & SB-54

Areas Potential Fill Material for

Earthwork 20’ each

SB-55 & SB-56 Structural Borings South Side 20’ each

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The approximate locations are shown on the Boring Location Plan presented in the Appendix of this report. The boring taken in July and September of 2014, will also be included in Appendix II of the report. The test boring locations were selected and field located by others prior to the field drilling operations.

The test borings were advanced into the ground using hollow stem augers. At regular intervals throughout the boring depths, soil samples were obtained with a split spoon sampler. The split spoon sampler was first seated six (6) inches to penetrate any loose cuttings and then driven an additional foot, where possible, with blows of a 140 pound hammer falling thirty (30) inches. The number of hammer blows required to drive the sampler each six (6) inch increment is recorded in the field. The penetration resistance "N-value" is designated as the number of hammer blows required to drive the sampler the final foot and, when properly evaluated, is an index to cohesion for clays and relative density for sands. The split spoon sampling procedures used during this exploration are in basic accordance with ASTM D-1586. For safety purposes, all test borings were backfilled at the time of the drilling completion. The borings were backfilled with bentonite clay and cuttings were placed in containers for removal.

Laboratory Testing

The soil samples obtained during the field exploration were transported to the laboratory and visually examined and tested. The soil samples obtained from the drilling operations were classified in general accordance with ASTM D-2488 (Visual-Manual Procedure for Description of Soils). Soil classifications include the use of the Unified Soil Classification System described in ASTM D-2487 (Classification of Soils for Engineering Purposes).

The following laboratory tests were performed on selected soil and rock samples obtained during the course of the field drilling operations: Water Content Determinations (ASTM D- 2216), Grain Size Analysis (ASTM D-422), and Atterberg Limits Determinations (ASTM D- 4318). Additional testing included organic content determination and pH analysis.

Descriptions of the soils encountered in the test borings are provided on the Boring Logs included in the Appendix of this report. Groundwater conditions, standard penetration resistances, and other pertinent information are also shown on the boring logs. The soil samples will be retained at our office for (60) days from the date of this report and then discarded.

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SITE AND SUBSURFACE CONDITIONS

Site Location and Description

The proposed project is located at the Western Reserve National Cemetery located at 10175 Rawiga Road, in the City of Seville, Ohio. For specific locations, please refer to the Site Boring Location Plan provided in the Appendix of the report.

The general surface of the site consisted of various vegetation to include grass areas and trees, various monuments and existing roadway areas and ceremonial structures. Areas near soil borings SB-17 through SB-22 exhibited lightly for moderately dense trees and brush vegetation. In the area’s near soil borings SB-47 through SB-52 was undeveloped at the time of drilling and was covered with a combination of tall grass and snow.

In the recent borings taken in March of 2015, no elevations were available at the time of this report, however, a general topographical map was provided and the surveyed elevations of soil borings SB-1 through SB-46 were available (Note: Soil borings SB-30 through SB-33 were not surveyed at the time of this report) indicating the site grades vary by approximately 101 feet (1,096.1’ to 1,197.4’ MLS) with various mounds sloping in various directions.

Surface drainage was fair at the time of the field drilling operations. We recommend that any existing utility lines be checked and marked prior to construction activities.

Subsurface Conditions

The subsurface conditions at the site were explored with a total of forty-six (46) test borings.

The test borings were drilled to depths ranging from 7.5 to 15 feet below the existing surface grades utilizing ATV drilling equipment. The surface and subsurface materials have been defined for the borings in the following tables:

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Borings SB-1 to SB-16 (Borings on West Side)

Material Description Depth(ft)

Surface Materials Eleven (11) locations consisted of topsoil measuring approximately 2 to 14 inches in thickness

0.0-1.2

Subsurface Materials

All locations encountered natural soils consisting of Silty Clays, Clayey Silts, and

Fine to Coarse Sands with varying amounts of silt, gravel and rock fragments, sand, and rootings

10.0

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 11 to 39 percent and had a medium stiff to hard consistency and a loose relative density, based off of standard penetration (N-values).

Borings SB-17 to SB-22 (Structural Borings on South-East Side)

Material Description Depth (feet)

Surface Materials All locations consisted of topsoil measuring approximately 4 to 6 inches in thickness 0.0-0.5

Subsurface Materials

All locations encountered natural soils consisting of Clayey Silts, Silty Clays, Silty Sands and Fine Sands with varying amounts of silt, clay, gravel and rock fragments, sand, and rootings

15.0

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 10 to 24 percent and had a medium stiff to very stiff consistency and a medium dense relative density, based off of standard penetration (N-values).

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Borings SB-23 to SB-29 (Existing Roadway Borings Throughout Site)

Surface Materials Asphalt/Limestone Base measuring approximately 1.0 to 1.6 feet in thickness

1.0-1.6

Subsurface Materials

All locations encountered natural soils consisting of Silty Clays and Clayey

Silts with varying amounts of silt, clay, gravel and rock fragments, sand

7.5

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 4 to 23 percent and had a medium stiff to very stiff consistency, based off of standard penetration (N-values).

Borings SB-30 to SB-33 (Structural Borings on North-East Side)

Surface Materials Top Soil Measuring up to 3 inches in thickness

0.0 – 0.25

Subsurface Materials

All locations encountered natural soils consisting of Clayey Silts with varying amounts of silt, clay, gravel and rock fragments, sand

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 10 to 23 percent and had a medium stiff to hard consistency based off of standard penetration (N-values).

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Borings SB-34 to SB-39 (Structural/Pavement Borings on North-East Side)

Surface Materials Top Soil Measuring up to 4 inches in thickness

0.0 – 0.33

Subsurface Materials

All locations encountered natural soils consisting of Sandy Silt, Silts & Silty Clays with varying amounts of silt, clay, gravel and rock fragments, sand

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 11 to 21 percent and had a stiff to hard consistency based off of standard penetration (N-values).

Borings SB-40 to SB-44 (Structural Borings South Side)

Surface Materials Top Soil Measuring up 11 to 13 inches in thickness

0.9 – 1.1

Subsurface Materials

All locations encountered natural soils consisting of Clayey Silts, Silty Clays, Silty Sands, Clayey Sands, Fine to Coarse Sands with varying amounts of silt, clay, gravel and rock fragments, sand

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 7 to 29 percent and had a medium stiff to very stiff consistency and a loose to medium dense relative density based off of standard penetration (N-values).

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Borings SB-45 to SB-46 (Structural Borings on Center of Site)

Surface Materials Top Soil Measuring up to 2 inches in thickness

0.0 – 0.16

Subsurface Materials

All locations encountered natural soils consisting of Clayey Silts and Silty Clays with varying amounts of silt, clay, gravel and rock fragments, sand

** The thickness and composition of the surface materials should be expected to be variable throughout site.

had a stiff to hard consistency based off of standard penetration (N-values).

Borings SB-47, SB-49, SB-52, SB-53 (Pavement/Driveway Areas on North Side)

Surface Materials Top Soil Measuring up to 8 to 13 inches in thickness

0.0 – 1.1

Subsurface Materials

All locations encountered natural soils consisting of Clayey Silts and Silty Clays with varying amounts of silt, clay, sand, gravel and rock fragments, with trace organics

20.0

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 11 to 36 percent and had a soft to hard consistency based off of standard penetration (N-values).

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Borings SB-48 & SB-50 (Structural Borings on North Side)

Surface Materials Top Soil Measuring up to 9 to14 inches in thickness

0.0 – 1.2

Subsurface Materials

All locations encountered natural soils consisting of Clayey Silts, Sandy Silts, and Silty Clays with varying amounts of silt, clay, sand, gravel and rock fragments

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 11 to 27 percent and had a medium stiff to stiff consistency based off of standard penetration (N-values).

Borings SB-51 & SB-54 (Areas Potential Fill Material for Earthwork)

Surface Materials Top Soil Measuring up to 12 to 15 inches in thickness

0.0 – 1.3

Subsurface Materials All locations encountered natural soils consisting of Silty Clays with varying amounts of silt, clay, sand, and gravel

** The thickness and composition of the surface materials should be expected to be variable throughout site.

The natural soils at the locations above exhibited moisture contents of 11 to 17 percent and had a very soft to very stiff consistency based off of standard penetration (N-values).

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Borings SB-55 & SB-56 (Structural Borings on Center of Site)

Surface Materials Top Soil Measuring up to 12 to 13 inches in thickness

0.0 – 1.1

Subsurface Materials

All locations encountered natural soils consisting of Clayey Silts and Silty Clays with varying amounts of silt, clay, sand, and gravel

** The thickness and composition of the surface materials should be expected to be variable throughout site.

had a stiff to very stiff consistency based off of standard penetration (N-values).

The subsurface description is of a generalized nature provided to highlight the major strata encountered. The boring logs included in the Appendixes should be reviewed for specific information at the individual boring locations. The stratifications shown on the boring logs represent the conditions only at the actual test positions. Variations may occur and should be expected between the boring locations. The stratifications represent the approximate boundary between the subsurface materials, and the transition may be gradual or not clearly defined

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Organics and pH Testing

A various test borings were tested for acidity and/or basicity (pH testing). The results of these tests are shown on the following table. pH is measured on a scale of 0-14 with 0 being an extreme acid and 14 being an extreme base.

Boring Tested Depth (Feet) % Organics pH

SB-1 1.0’-2.5’ -- 3.6

SB-2 1.0’-2.5’ 2.93 --

SB-4 1.0’-2.5’ 6.93 --

SB-5 1.0’-2.5’ -- 6.7

SB-7 1.0’-2.5’ 4.17 --

SB-8 1.0’-2.5’ -- 8.0

SB-10 1.0’-2.5’ 1.52 --

SB-11 1.0’-2.5’ 2.86 --

SB-12 1.0’-2.5’ 2.00 --

SB-13 1.0’-2.5’ -- 5.8

SB-13 3.5’-5.0’ 3.75 --

SB-14 1.0’-2.5’ -- 4.8

SB-15 1.0’-2.5’ -- 4.7

SB-16 1.0’-2.5’ 2.09 --

SB-17 1.0’-2.5’ -- 4.1

SB-18 1.0’-2.5’ 1.44 --

SB-19 1.0’-2.5’ -- 4.4

SB-20 1.0’-2.5’ -- 4.4

SB-21 1.0’-2.5’ 2.54 --

SB-22 1.0’-2.5’ -- 4.5

SB-30 1.0’-2.5’ -- 4.1

SB-31 1.0’-2.5’ 1.33 --

SB-32 3.5’-5.0’ -- 4.7

SB-33 1.0’-2.5’ 1.27 --

SB-34 Topsoil -- 5.5

SB-34 1.0’-2.5’ 1.31 --

SB-35 0.0’-1.0’ -- 6.8

SB-35 3.5’-5.0’ 1.43 --

SB-36 Topsoil -- 6.0

SB-36 3.5’-5.0’ 0.63 --

SB-37 Topsoil -- 6.8

SB-37 1.0’-2.5’ 1.54 --

SB-38 0.0’-1.0’ -- 7.0

SB-38 1.0’-2.5’ 1.57 --

SB-39 Topsoil -- 7.3

SB-39 3.5-5.0’ 2.64 --

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Boring Tested Depth (Feet) % Organics pH

SB-40 Topsoil -- 6.9

SB-40 6.0’-7.5’ 0.71 --

SB-41 Topsoil -- 4.8

SB-41 3.5’-5.0’ 1.76 --

SB-42 Topsoil -- 6.7

SB-42 1.0’-2.5’ 1.75 --

SB-43 Topsoil -- 5.8

SB-43 3.5’-5.0’ 1.05 --

SB-44 Topsoil -- 7.0

SB-44 6.0’-7.5’ 1.38 --

SB-45 Topsoil -- 7.7

SB-45 1.0’-2.5’ 1.21 --

SB-46 Topsoil -- 7.4

SB-46 3.5’-5.0’ 1.04 --

SB-47 Topsoil -- 5.5

SB-47 1.0’-2.5’ 1.25 --

SB-48 Topsoil -- 6.4

SB-48 1.0’-2.5’ 1.97 --

SB-49 Topsoil -- 5.5

SB-49 1.0’-2.5’ 1.48 --

SB-50 Topsoil -- 6.4

SB-50 1.0’-2.5’ 0.77 --

SB-51 Topsoil -- 5.7

SB-51 1.0’-2.5’ 1.59 --

SB-52 Topsoil -- 6.3

SB-52 1.0’-2.5’ 0.63 --

SB-53 Topsoil -- 6.3

SB-53 1.0’-2.5’ 0.91 --

SB-54 Topsoil -- 6.9

SB-54 1.0’-2.5’ 0.82 --

SB-55 Topsoil -- 5.6

SB-55 1.0’-2.5’ 0.40 --

SB-56 Topsoil -- 6.2

SB-56 1.0’-2.5’ 0.21 --

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Groundwater Conditions

Groundwater was encountered at thirteen (13) of the test boring locations during and/or upon completion of drilling activities (Boring Locations: SB-5, SB-13, SB-15, SB-18, SB- 31, SB-41, SB-42, SB-43, SB-47, SB-48, SB-49, SB-50, & SB-53). The encountered groundwater was encountered at depths between 3.0 to 18.0 feet below the existing site grades. However, groundwater levels will fluctuate seasonally as a function of precipitation and other hydrogeological factors. Therefore, at a time of year different from the time of drilling, there may be a considerable change in the water table or the occurrence of water where not previously encountered. Accordingly, we recommend that the contractor determine the actual groundwater levels at the time of construction to evaluate groundwater impact on the construction procedures.

FOUNDATION EVALUATION AND RECOMMENDATIONS

Site Preparation and Earthwork Construction

The scope of project development and design for the proposed additions is presently in the planning phase. Therefore, it is impossible to determine the precise extent of cut and fill operations that will be required to bring the existing site grades to finished subgrade elevations. However, based on the test boring results, partial or complete removal of the encountered fill soils may be required for the contemplated development.

Precautions should be exercised during the removal of the existing building structure at the proposed site. All existing foundations, walls, utilities, floor slabs, etc., should be completely removed from the proposed construction areas. The excavations should be cleaned of all foreign debris and then backfilled with compacted engineered fill materials to lessen potential settlement that may occur beneath the proposed construction area.

As a part of the site area clearing prior to construction, complete removal of all surface cover materials will be required, including all existing pavements, grass, woods, vegetation and other objectionable materials. Miscellaneous fill was not encountered at any of the test boring locations, however, if encountered fill materials will have to be completely removed from the proposed building area and at least 18 inches below the planned floor slab and pavement subgrade level. However, the decision in connection with the precise extent of removal should be determined following the final geotechnical study and in the field following observation of the exposed subgrades and evaluation of the proofrolling operations.

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The success of earthwork construction will be dependent upon proper preparation of the various subgrade sectors, proper selection of materials to be incorporated within any excavated areas, and on the placement, grading and compaction procedures employed to achieve the finish design grades. The ultimate support of building floor slabs, foundation systems and pavement structures will be primarily dependent upon the efficiency with which these areas of work are performed. Therefore, it is mandatory that subsequent to final site plan development, a comprehensive earthwork specification program, including individual items, such as the required percent compaction and moisture content must be established.

Engineered Fill

Engineered fill materials should consist of non-expansive materials. Pyritic and/or potentially expansive materials, such as mine tailings and slag should not be used as engineered fill material. Materials selected for use as engineered fill should contain less than 3 percent by weight of organic matter, waste construction debris, or other deleterious materials. Fill materials should generally have a Standard Proctor maximum dry density greater than 110 pounds per cubic foot (pcf), an Atterberg Liquid Limit less than 40, a Plasticity Index of less than 15, and a maximum particle size of 3 inches or less.

Augur cutting samples were extract at soil borings B-51 and B-54 at approximate depths of 4 to 8 feet below subgrade. The samples were taken to the PSI lab for further testing.

Proctor tests performed in accordance with ASTM D 698 resulted in the following:

Soil Boring

Sampled Depth

(ft.)

Max. Dry Density (pcf)

Optimum Moisture (%)

Corrected Max. Dry

Density (pcf)

Corrected Opt.

Moisture

Content (%)

SB-51 4 to 8 114.0 14.3 120.9 12.4

SB-54 4 to 8 114.6 13.7 120.7 12.1

The above test results indicated that the material at these locations is considered suitable for use as engineered fill during construction activities. The proctor test results can be seen in the Appendix of this report.

Representative samples of the proposed fill materials should be collected at least one week prior to the start of the filling operations. The samples should be tested to determine the maximum dry density, optimum moisture content, particle size distribution and plasticity characteristics. These tests are needed to determine if the material is acceptable as structural fill and for quality control during the compaction process.

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The fill should be placed in layers of not more than 8 inches in thickness, with each layer being compacted to a minimum density of 98 percent of the maximum dry density and within ± 2% of the optimum moisture content, as determined by the Standard Proctor Method ASTM D-698. Moisture control (increasing or decreasing the natural moisture content) of the engineered fill materials may be necessary for compaction.

Control points should be established within the anticipated fill areas (more than 4 feet) to monitor, during and subsequent to the completion of the fill operations, any and all settlements of the final grade resulting from consolidation of the area’s subsurface materials under the weight of the engineered fill, and from the engineered fill under their own weight.

Settlement-time data, thus developed, should be employed to establish the time of placement of the building structure and pavement areas.

Foundation Recommendations

Considering the subsurface conditions and the proposed construction, the proposed structures can be founded on conventional shallow bearing isolated and/or continuous spread footing members.

Depending upon the planned finished grades, the proposed building foundations can be supported within either the natural soils formation and/or compacted engineered fills.

Please refer to the table below for the anticipated preliminary estimated bearing capacities:

Note: Above estimated utilize a minimum bearing depth of approximately 3.5 feet from existing site grades.

Foundation Design Bearing Capacity

Location Bearing Materials Est. Max Allowable

Bearing Capacity (psf)

SB-1 Through SB-16

Natural Soils and/or Compacted

Engineered Fill

2,000

SB-17 Through SB-22 2,500

SB-30 Through SB-33 2,000

SB-34 Through SB-39 2,000

SB-40 Through SB-44 2,000

SB-45 Through SB-46 2,500

SB-48 & SB-50 2,500

SB-55 Through SB-56 2,500

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Foundations supporting individual columns should have a minimum width/length of 24 inches, and continuous wall foundations should have a minimum width of 18 inches. All perimeter foundations must be placed at a minimum depth of 42 inches below the exterior finished grades in order to protect against frost action. Interior foundations in the heated areas should bear at a depth of at least 18 inches below the floor slab elevation.

Preliminary test borings and analysis indicate that the proposed floor slabs and pavement structures can be supported on compacted engineered fill or natural soils.

Extreme care should be taken to prevent weakening of the foundation bearing materials because of prolonged atmospheric exposure, construction activity disturbance or an increase in moisture content. In the event that an overnight delay in concrete placement is anticipated, the foundation excavations should be cut approximately 6 inches and subsequently excavated to final grade immediately before placement of concrete.

Based on the assumed structural loads, it is anticipated that total and differential foundation settlements will be less than 1.0-inch and 0.50-inch, respectively. However, actual settlements will be dependent upon the depth of the foundations, column spacing, structural loads and other related factors. The structural and architectural design should include provisions for liberally spaced, vertical control joints to minimize the effects of potential settlement.

Slab Design and Construction

Preparation of floor slab subgrades should be in accordance with recommendations outlined in the Site Preparation and Engineered Fill sections of the report. If subsurface materials at the finished subgrade elevations exhibit excessive moisture contents and unstable subgrade conditions, then undercutting and replacement of the objectionable soils should be performed to achieve firm subgrade support. Alternatively, the unstable soils can be stabilized by choking the exposed bearing surface with crushed limestone or similar coarse aggregate.

A capillary gravel layer (such as AASHTO No. 57 or equivalent) should be provided between the floor slab and the approved subgrade materials. The gravel layer should have a minimum thickness of 6 inches and should be properly compacted. Also, the recommendation for a vapor barrier should be determined by the building designer using guidelines established in ACI 302.1R is recommended below the floor slab as per ACI specifications. We recommend that the subgrade modulus as listed in the table below be used for slab design.

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Careful field control is to be exercised in finish grading operations in order to assure that subgrade tolerances are maintained. It is particularly important that no low sectors or depressions be allowed to exist within these areas, water may accumulate and lead to serious loss of supporting capacity.

The floor slab should be suitably reinforced, as per structural considerations, to make it as rigid as practical. Proper joints should be provided at the junctions of the slab and foundation system so that a small amount of independent movement can occur without causing damage. Large floor areas should be provided with joints at frequent intervals to compensate for concrete volume changes during curing and temperature changes.

Pavement Recommendations

(Borings SB-23 though SB-29; SB-34 through SB-39; & SB-47, SB-49, SB-52, SB-53)

Test borings and analysis indicate that the existing pavement section is composing of the asphalt concrete pavement ranged between 4 to 5.5 inches and base materials ranged between 8 to 17 inches. In the potential areas to be newly paved, topsoil was encountered to depths of 1 to 13 inches from the surface grades.

In the areas where existing pavement is present, resurfacing is an option to increase the pavement life for future anticipated traffic load. Additionally, an estimated CBR value of five

(5) maybe used in for design regards to the subgrade material underlying the existing

Location Mod. of Subgrade

Reaction (pci)

SB-1 Through SB-16 75

SB-17 Through SB-22 90

SB-30 Through SB-33 75

SB-34 Through SB-39 75

SB-40 Through SB-44 75

SB-45 Through SB-46 90

SB-48 & SB-50 90

SB-55 Through SB-56 90

PSI File No.: 0145769-3

- 18 -pavement and base material (Soil Borings SB-23 through SB-29). Soil boring performed in areas for the proposed future pavement areas (Soil Boring SB-34 though SB-39 & SB-47, SB-49, SB-52, SB-53), and estimated CBR value of four (4) maybe used in for design regards to the subgrade material.

Pavement design will include proper preparation of subgrade sectors, careful design of the pavement area drainage systems and utilization of an aggregate base course with asphalt concrete or concrete surface course. Preparation of pavement subgrades should be in accordance with recommendations outlined in the Site Preparation and Engineered Fill sections of the report. Careful attention will be required in fine-grading the subgrade surfaces in order to eliminate undulations and depressions that would tend to collect water.

We recommend that the exposed surface be proofrolled and any soft areas removed.

Compaction of fill soil intended to support pavement should meet or exceed 98% of the maximum dry density as determined by ASTM D698 (Standard Proctor). The moisture content at the time of compaction should be within 2% of the optimum value. Any removed soil should be replaced by compacted structural fill to arrive at the desired grade.

Allowances for proper drainage and proper material selection of base materials are most important for performance of asphaltic pavements. Ruts and birdbaths in asphalt pavement allow for quick deterioration of the pavement primarily due to saturation of the underlying base and subgrade.

Design for drainage is of the utmost importance to minimize detrimental effects that may shorten the service life of the pavements. The pavement should be crowned or sloped in order to promote effective surface drainage and reduce the risk of water ponding. We recommend a minimum slope of 1.5 percent. In addition, the subgrade should be similarly sloped to promote effective subgrade drainage. We recommend “stub” or “finger” drains be provided around catch-basins and in other low areas of the proposed pavements to limit the accumulation of water on the frost susceptible subgrade soils. Subsurface edge drains should be provided at curbs. Where no curbs are proposed, ditches should be provided and the pavement base course should be daylighted through the ditch sideslope to facilitate drainage of the base course.

All materials to be employed and field operations required in connection with the contemplated pavement structures should follow recommendations and procedural details as per the Ohio Department of Transportation, Asphalt Institute, and/or American Concrete Institute.

PSI File No.: 0145769-3

- 19 -

Seismic Site Class

The project site is located within a municipality that employs the International Building Code. As part of this code, the design of structures must consider dynamic forces resulting from seismic events. These forces are dependent upon the magnitude of the earthquake event as well as the properties of the soils that underlie the site. As part of the procedure to evaluate seismic forces, the code requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface.

To define the Site Class for this project, we have interpreted the results of soil test borings drilled with the project site and estimated appropriate soil properties below the base of the borings to a depth of 100 feet, as permitted by Section 1615.1.1 of the code. The estimated soil properties were based upon data available in published geologic reports as well as our experience with subsurface conditions in the general site area.

Based on table 1615.1.1 of the OBC Building Code, the test boring results and review of the geology in vicinity to the project area, a Site Classification of ‘D’ can be utilized for the seismic design.

Drainage and Groundwater Considerations

Groundwater was encountered at thirteen of the test boring locations during and/or upon completion of drilling activities. The encountered groundwater was encountered at depths between 3.0 to 18.0 feet below the existing site grades. Therefore, groundwater seepage may be encountered during foundation excavation and construction. If encountered, a gravity drainage system, sump pump or other conventional dewatering procedure, as deemed necessary by the field conditions, should be implemented throughout construction such that the groundwater is controlled and maintained at an elevation of at least 2 feet below the excavation bottom at all times. Every effort should be made to keep the excavations dry if water is encountered.

Water should not be allowed to collect near the foundation or floor slab areas of the building structure either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building structure and beneath the floor slab.

Overall site area drainage is to be arranged in a manner such that the possibility of water impounding below slab-on-grade areas and over the structural fill is prevented.

PSI File No.: 0145769-3

- 20 -

Federal Excavation Safety Regulations

In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, Part 1926, Subpart P." This document was issued to better insure the safety of workers entering trenches or excavations. It is mandated by this federal regulation that all excavations, whether they be utility trenches, basement excavations or foundation excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced. If they are not followed closely, the owner and the contractor could be liable for substantial penalties.

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person" as defined in "CFR Part 1926," should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.

We are providing this information solely as a service to our client. PSI is not assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. If the excavations are left open and exposed to the elements for a significant length of time, desiccation of the clays may create minute shrinkage cracks which could allow large pieces of clay to collapse or slide into the excavation.

Materials removed from the excavation should not be stockpiled immediately adjacent to the excavation, inasmuch as this load may cause a sudden collapse of the embankment. The contractor will be responsible for the design of the excavation support systems.

PSI File No.: 0145769-3

- 21 -

GENERAL COMMENTS

The recommendations submitted are based on the available subsurface information obtained by PSI for the proposed cemetery expansion project. If there are any revisions to the plans for the proposed project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be retained to determine if changes in the recommendations are required. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project.

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made after being prepared in accordance with generally accepted professional engineering practices in the local areas. No other warranties are implied or expressed.

After the plans and specifications are more complete, it is recommended that the geotechnical engineer be provided the opportunity to review the final design and specifications to determine if the engineering recommendations have been properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Oculus Inc., in connection with the proposed Cemetery Expansion Project located at 10175 Rawiga Road within the City of Seville, Medina County, Ohio.

APPENDIX I

Boring Location Plan

Boring Logs

Reports of Soil Analysis

Soil Proctor Results

Scale: NA

Drawn By: KS

PSI Project No: 0145769-3

Boring Location

Plan

Date: 2/3/2015Proposed OWR – VA Cemetery

Improvements

10175 Rawiga Road

Seville, Ohio 44270

SB-49

SB-51

SB-50

SB-54

SB-52

SB-48

SB-53

SB-47

SB-56

SB-55

TOPSOIL

CL

CL

ML

CL

CL

CL

W-W-3

6-9-12 N=21

5-6-9 N=15

4-5-7 N=12

8-23-16 N=39

6-8-7 N=15 pH = 5.5

Organics: 1.25%

LL = 33

PL = 22

12" TOPSOIL

Soft, Wet to Moist, Dark Brown, Silty CLAY, Trace Sand & Gravel, Trace Organics

Very Stiff, Moist, Brown Trace Gray, Silty CLAY, Trace to Little Sand, Trace Gravel

Stiff, Moist, Brown, Clayey SILT, Trace Sand & Gravel

Hard, Moist, Dark Brown, Silty CLAY, Some Sand, Trace to Little Gravel

Medium Stiff, Moist to Wet, Dark Brown, Silty CLAY, Trace Sand & Gravel Very Stiff, Moist, Gray, Silty CLAY, with Rock Fragments, Trace to Little Sand

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D ep th fe et

Sample Types:

STRENGTH, tsf

13.5 feet

17.0 feet

N/A

0145769-3 VA Cemetery Expansion Ohio Western 10175 Rawiga Seville, Ohio

Additional Remarks

U S

C S

C la ss ifi ca tio n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

4579 Navarre Road, SW Canton, OH 44706 Telephone: (330) 478-0081 Fax: (330) 478-3267

S am pl e

T yp e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig: CME 55 Remarks: Backfilled with Auger Cuttings

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P

T B lo w s pe r 6-in ch

S

S

Qu

Auger Cutting

Split-Spoon

Rock Core

S am pl e

N o.

G ra ph ic

L og

LOG OF BORING SB-47

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft 3/2/15 3/2/15

EO

PSI, Inc.

Hollow Stem Auger 2-in SS Automatic

TOPSOIL

CL

CL

CL

CL

W-2-3 N=5

6-6-10 N=16

6-8-11 N=19

5-11-14 N=25

16-13-12 N=25

5-4-5 N=9 pH = 6.4

Organics: 1.97%

LL = 28

PL = 19

14" TOPSOIL

Medium Stiff to Stiff, Moist Oranish Brown, Silty CLAY, Trace Sand & Gravel

Very Stiff, Moist to Damp, Brown, Silty CLAY, Trace to Little Sand & Gravel

** Pushed Rock - No Sample

Stiff, Moist, Brown, Silty CLAY, Trace to Little Sand& Gravel

Stiff, Moist, Gray, Silty CLAY, Trace to Little Sand and Gravel, Rock Fragments

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D ep th fe et

Sample Types:

STRENGTH, tsf

13.5 feet

17.5 feet

N/A

0145769-3 VA Cemetery Expansion Ohio Western 10175 Rawiga Seville, Ohio

Additional Remarks

U S

C S

C la ss ifi ca tio n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

4579 Navarre Road, SW Canton, OH 44706 Telephone: (330) 478-0081 Fax: (330) 478-3267

S am pl e

T yp e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig: CME 55 Remarks: Backfilled with Auger Cuttings

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P

T B lo w s pe r 6-in ch

S

S

Qu

Auger Cutting

Split-Spoon

Rock Core

S am pl e

N o.

G ra ph ic

L og

LOG OF BORING SB-48

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft 3/2/15 3/2/15

EO

PSI, Inc.

Hollow Stem Auger

TOPSOIL

CL

CL

CL

CL

1-3-6 N=9

4-8-10 N=18

5-6-11 N=17

20-27-27 N=54

9-8-10 N=18

5-8-15 N=23 pH = 5.5

Organics: 1.48%

LL = 27

PL = 19

8" TOPSOIL

Stiff, Moist, Brown, Trace Orange, Silty CLAY, Trace Sand & Gravel

Very Stiff, Moist, Brown, Silty CLAY, Same Sand, Tracel Gravel

Hard, Moist, Brown & Gray, Silty CLAY, Some to With Sand, Trace Gravel

** Augur Sample Taken @ 8.5'-10.0'

Very Stiff, Moist, Gray, Silty CLAY, Some Sand, Trace Gravel

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D ep th fe et

Sample Types:

STRENGTH, tsf

8.5 feet

None

N/A

0145769-3 VA Cemetery Expansion Ohio Western 10175 Rawiga Seville, Ohio

Additional Remarks

U S

C S

C la ss ifi ca tio n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

4579 Navarre Road, SW Canton, OH 44706 Telephone: (330) 478-0081 Fax: (330) 478-3267

S am pl e

T yp e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig: CME 55 Remarks: Backfilled with Auger Cuttings

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P

T B lo w s pe r 6-in ch

S

S

Qu

Auger Cutting

Split-Spoon

Rock Core

S am pl e

N o.

G ra ph ic

L og

LOG OF BORING SB-49

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft 3/4/15 3/4/15

EO

PSI, Inc.

Hollow Stem Auger 2-in SS

TOPSOIL

CL

ML

CL

2-5-6 N=11

8-8-9 N=17

5-6-7 N=13

5-7-14 N=21

6-7-7 N=14

3-4-5 N=9 pH = 6.4

Organics: 0.77%

LL = 24

PL = 20

9" TOPSOIL

Stiff, Moist, Light Brown & Gray, Silty CLAY, Trace Sand & Gravel

Very Stiff, Moist, Brown, Sandy SILT, Some Sand & Gravel

Stiff, Moist, Gray, Silty CLAY, Little to Some Rock Fragments, Trace Sand & Gravel

** Augur Sample Taken @ 13.5'-15.0'

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D ep th fe et

Sample Types:

STRENGTH, tsf

None

18.0 feet

N/A

0145769-3 VA Cemetery Expansion Ohio Western 10175 Rawiga Seville, Ohio

Additional Remarks

U S

C S

C la ss ifi ca tio n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

4579 Navarre Road, SW Canton, OH 44706 Telephone: (330) 478-0081 Fax: (330) 478-3267

S am pl e

T yp e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig: CME 55 Remarks: Backfilled with Auger Cuttings

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P

T B lo w s pe r 6-in ch

S

S

Qu

Auger Cutting

Split-Spoon

Rock Core

S am pl e

N o.

G ra ph ic

L og

LOG OF BORING SB-50

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft 3/4/15 3/4/15

EO

PSI, Inc.

Hollow Stem Auger

TOPSOIL

CL

CL

CL

W-W-2

5-6-8 N=14

4-6-7 N=13

6-10-13 N=23

4-5-6 N=11

3-3-5 N=8 pH = 5.7

Organics: 1.59%

LL = 29

PL = 19

15" TOPSOIL

Very Soft, Moist, Light Brown, Silty CLAY, Trace Sand

Stiff to Very Stiff, Moist, Brown, Silty CLAY, Some SAND, Trace Gravel

Stiff, Moist, Gray, Silty CLAY, Some Gravel, Little Sand

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D ep th fe et

Sample Types:

STRENGTH, tsf

None

None

N/A

0145769-3 VA Cemetery Expansion Ohio Western 10175 Rawiga Seville, Ohio

Additional Remarks

U S

C S

C la ss ifi ca tio n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

4579 Navarre Road, SW Canton, OH 44706 Telephone: (330) 478-0081 Fax: (330) 478-3267

S am pl e

T yp e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig: CME 55 Remarks: Backfilled with Auger Cuttings

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P

T B lo w s pe r 6-in ch

S

S

Qu

Auger Cutting

Split-Spoon

Rock Core

S am pl e

N o.

G ra ph ic

L og

LOG OF BORING SB-51

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft 3/4/15 3/4/15

EO

PSI, Inc.

Hollow Stem Auger

TOPSOIL

CL

ML

ML

2-3-3 N=6

5-8-9 N=17

5-6-7 N=13

5-9-11 N=20

6-10-11 N=21

5-8-11 N=19 pH = 6.3

Organics: 0.63%

LL = 25

PL = 18

11" TOPSOIL

Medium Stiff, Moist, Brown, Silty CLAY, Trace Sand, Trace Rooting

Medium Stiff to Very Stiff, Moist Brown, Clayey SILT, Some Sand, Little Gravel

Very Stiff, Moist, Gray, Clayey Silt, Some Gravel, Trace to Little Sand

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D ep th fe et

Sample Types:

STRENGTH, tsf

None

None

N/A

0145769-3 VA Cemetery Expansion Ohio Western 10175 Rawiga Seville, Ohio

Additional Remarks

U S

C…