36C78619B0004-0004019.pdf

GEOTECHNICAL ENGINEERING

REPORT

National Cemetery

Chattanooga, Tennessee

October 1, 2009

PREPARED FOR:

Anderson Engineering of Minnesota, LLC 13605 1st Avenue North Suite 100 Plymouth, Minnesota 55441

PREPARED BY:

AQUATERRA ENGINEERING, LLC

Scottie L. Barrentine, P.E.

Project Engineer

Jeffrey J. Breedlove, P.E.

Principal Engineer

Aquaterra File No. 0340900086

Aquaterra Engineering, LLC · 4521 Bonny Oaks Drive · Chattanooga, TN 37416

Tel. 423.499.6111 · Fax 423.499.8099

P.O. Box 22575 Chattanooga, Tennessee 37422 ● 4521 Bonny Oaks Drive Chattanooga, Tennessee 37416 Office: 423.499.6111 ● Fax: 423.499.8099 ● Web: www.aquaterraeng.com

Atlanta, GA 770.924.9799

Baton Rouge, LA 225.344.6052

Chattanooga, TN 423.499.6111

Jackson, MS 601.956.4467

Mobile, AL 251.443.5374

Tupelo, MS 662.620.6634

0340900086

October 1, 2009

Mr. Michael B. Brandvold, P.E.

Anderson Engineering of Minnesota, LLC 13605 1st Avenue North Suite 100 Plymouth, Minnesota 55441

RE: Geotechnical Engineering Report

Dear Mr. Brandvold:

We have completed the geotechnical investigation for the National Cemetery in Chattanooga, Tennessee. This work was authorized by approval of our proposal dated August 7, 2009.

The attached report provides detailed discussion of each of the proposed sections for the crypt and columbarium construction. Particular concerns are addressed with sections “B” and “D” within the report in regards to bedrock and potential karst activity.

We appreciate the opportunity to assist you with this project. Please call if you have any questions or if we can assist you in any way.

Sincerely, AQUATERRA ENGINEERING, LLC

Scottie L. Barrentine, P.E. Jeffrey J. Breedlove, P.E.

Project Engineer Principal Engineer sbarrentine@aquaterraeng.com jbreedlove@aquaterraeng.com

Geotechnical Engineering Report

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Scope

1.2 Procedures

2.0 PROJECT INFORMATION

SECTION A

3.0-A SITE CONDITIONS

3.1-A Physical Setting 3.2-A Geologic Setting 3.3-A Soil Conditions 3.4-A Bedrock Conditions 3.5-A Groundwater Conditions

4.0-A SECTION DEVELOPMENT CONSIDERATIONS

4.1-A Construction Considerations 4.2-A Karst Activity Considerations

SECTION B

3.0-B SITE CONDITIONS

3.1-B Physical Setting 3.2-B Geologic Setting 3.3-B Soil Conditions 3.4-B Bedrock Conditions 3.5-B Groundwater Conditions

4.0-B SECTION DEVELOPMENT CONSIDERATIONS

4.1-B Geotechnical and Foundation Considerations 4.2-B Karst Activity Considerations

SECTION C

3.0-C SITE CONDITIONS

3.1-C Physical Setting 3.2-C Geologic Setting 3.3-C Soil Conditions 3.4-C Bedrock Conditions 3.5-C Groundwater Conditions

4.0-C SECTION DEVELOPMENT CONSIDERATIONS

4.1-C Construction Considerations 4.2-C Karst Activity Considerations

SECTION F

3.0-F SITE CONDITIONS

3.1-F Physical Setting 3.2-F Geologic Setting 3.3-F Soil Conditions 3.4-F Bedrock Conditions 3.5-F Groundwater Conditions

4.0-F SECTION DEVELOPMENT CONSIDERATIONS

4.1-F Geotechnical and Foundation Considerations 4.2-F Karst Activity Considerations

SECTION D

3.0-D SITE CONDITIONS

3.1-D Physical Setting 3.2-D Geologic Setting 3.3-D Soil Conditions 3.4-D Bedrock Conditions 3.5-D Groundwater Conditions

4.0-D SECTION DEVELOPMENT CONSIDERATIONS

4.1-D Construction Considerations 4.2-D Karst Activity Considerations

SECTION E

3.0-E SITE CONDITIONS

3.1-E Physical Setting 3.2-E Geologic Setting 3.3-E Soil Conditions 3.4-E Bedrock Conditions 3.5-E Groundwater Conditions

4.0-E SECTION DEVELOPMENT CONSIDERATIONS

4.1-E Construction Considerations 4.2-E Karst Activity Considerations

SECTION G

3.0-G SITE CONDITIONS

3.1-G Physical Setting 3.2-G Geologic Setting 3.3-G Soil Conditions 3.4-G Bedrock Conditions 3.5-G Groundwater Conditions

4.0-G SECTION DEVELOPMENT CONSIDERATIONS

4.1-G Construction Considerations 4.2-G Karst Activity Considerations

SECTION H

3.0-H SITE CONDITIONS

3.1-H Physical Setting 3.2-H Geologic Setting 3.3-H Soil Conditions 3.4-H Bedrock Conditions 3.5-H Groundwater Conditions

4.0-H SECTION DEVELOPMENT CONSIDERATIONS

4.1-H Geotechnical and Foundation Considerations 4.2-H Karst Activity Considerations

SECTION I

3.0-I SITE CONDITIONS

3.1-I Physical Setting 3.2-I Geologic Setting 3.3-I Soil Conditions 3.4-I Bedrock Conditions 3.5-I Groundwater Conditions

4.0-I SECTION DEVELOPMENT CONSIDERATIONS

4.1-I Construction Considerations

4.2-I Karst Activity Considerations

SECTION J

3.0-J SITE CONDITIONS

3.1-J Physical Setting 3.2-J Geologic Setting 3.3-J Soil Conditions 3.4-J Bedrock Conditions 3.5-J Groundwater Conditions

4.0-J SECTION DEVELOPMENT CONSIDERATIONS

4.1-J Construction Considerations 4.2-J Karst Activity Considerations

SECTION K

3.0-K SITE CONDITIONS

3.1-K Physical Setting 3.2-K Geologic Setting 3.3-K Soil Conditions 3.4-K Bedrock Conditions 3.5-K Groundwater Conditions

4.0-K SECTION DEVELOPMENT CONSIDERATIONS

4.1-K Construction Considerations 4.2-K Karst Activity Considerations

5.0 QUALITY CONSIDERATIONS

5.1 Review of Plans and Specifications

5.2 Geotechnical Engineer-of-Record

5.3 Construction Quality Testing and Consulting

6.0 LIMITATIONS

FIGURES

Figure 1 – Topographic Site Plan Figure 2 - Section Site Plan Figure 3 - Boring Location Plan – Sections A, B, C, and F Figure 4 - Boring Location Plan – Sections D, E, and G Figure 5 - Boring Location Plan – Sections H, I, J, and K Figure 6 - Foundation Design and Construction – Columbariums

APPENDICES

Appendix A – Description of Field and Laboratory Procedures Soil Boring Logs Soil Boring Log Legend and Terms Appendix B - Generalized Soil Profile

Chattanooga, Tennessee

0340900086

1.0 INTRODUCTION

In an effort to facilitate planning and design efforts for new columbariums and crypts for the National Cemetery in Chattanooga, Tennessee, Anderson Engineering of Minnesota retained Aquaterra Engineering, LLC (Aquaterra) to provide a geotechnical investigation of the proposed site to explore the subsurface conditions. This report provides a description of the information obtained during the exploration, results of laboratory testing, and our recommendations for foundation design and site preparation. The property is shown on Figure 1, Site Vicinity Plan.

1.1 Scope

The scope of this geotechnical investigation is based upon our understanding of the possible future construction as described by Mr. Michael Brandvold with Anderson Engineering of Minnesota and our general knowledge of subsurface conditions in the area. The purpose of this geotechnical investigation was to develop an understanding of the subsurface conditions to facilitate site planning, site preparation, and foundation recommendations. The geotechnical investigation conducted for this project included:

• visiting the project site and documenting physical conditions pertinent to the geotechnical exploration;

• drilling and sampling ninety-two (92) soil borings by either macro-core or standard penetration tests (SPT) (approximate boring locations are shown on Figure 2, Boring Location Plan);

• determining index and engineering properties of selected soil samples by means of geotechnical laboratory testing; and

• preparing this report to present our findings of the investigation, along with preliminary recommendations for site suitability and site preparation.

1.2 Procedures

The investigation followed procedures established by our firm as routine for geotechnical studies of this nature. Sampling and analyses conducted in general accordance with relevant guidelines by the American Society for Testing and Materials (ASTM) with exceptions provided in Appendix A. Appendix A describes the field and laboratory procedures followed during this geotechnical study.

2.0 PROJECT INFORMATION

The following paragraphs present the project information that was made available to us at the time this report was prepared. If the information herein is incorrect or if the building design or location changes significantly, please contact the project geotechnical engineer (signatory) so that our analysis and recommendations can be re-evaluated.

Based on the information provided by Anderson Engineering of Minnesota, the project will consist of the addition of crypts and columbariums for 16,000 graves and 3,000 columbarium niches. Crypt construction will consist of mass excavation and construction of precast concrete units. Depth of excavation for the crypts will generally be to depths of 7 feet below the existing ground surface. Columbarium construction will likely consist of free standing, precast reinforced concrete units with heights not exceeding 6.5 feet and widths of approximately 3.5 feet. Columbariums will require cast in place concrete foundations. Very little grading activity is anticipated during the construction of the columbariums and crypts.

Mass excavation will occur during construction of the crypts, but overall grades will remain close to the current elevations.

Attached Figure 2 provides an aerial view of the section layout for the national cemetery site.

Proposed highlighted sections A, C, D, G, E, J, I, and K are being considered for crypt construction areas, while sections B, F, and H are being considered for columbarium locations. Each section will be discussed individually in the following sections of the report.

SECTION A

3.0-A SITE CONDITIONS

Section A, as represented in Figure 2, is proposed for the construction of crypts. The following sections summarize our findings and observations relative to this section.

3.1-A Physical Setting

The topography at the time of the investigation of section A was gently sloping with changes in relief of approximately 2 feet across the area. A slightly steeper slope was present in the northwest portion of the section. At the time of the investigation, the section was covered with mowed grass and large trees, with open spacing in the south and west portions of the section. Significant limestone rock outcroppings were present in the northern portion of the section. It is estimated that the rock outcroppings cover 10 percent of the proposed crypt construction area. Surface water drainage was generally fair to good across the area.

3.2-A Geologic Setting

The Chattanooga area is located within the Valley and Ridge physiographic province. The province is comprised of sedimentary sequences that were deposited and faulted wholly within the Paleozoic Era. According to the publication Geologic Map of the Chattanooga Quadrangle, published by the Tennessee Department of Environmental and Conservation Division of Geology in 1964, the geologic underlying formation is Cambrian and Ordovician aged Knox Group, Undifferentiated. This geologic formation consists of dolomite and minor limestone, very siliceous, light to dark gray, fine to coarse-grained and thin to thickly bedded, weathering to cherty rubble.

Within section A, the depth of the borings obtained, along with limestone rock outcroppings, indicate that severe differential weathering and karst activity has likely taken place within the geologic formation. This weathering and karst activity has resulted in deep slots within the bedrock and pinnacle formations. These pinnacle formations have likely resulted in the limestone outcroppings observed in the section.

3.3-A Soil Conditions

The eight (8) direct push sampler locations advanced for the exploration in section A encountered consistent conditions. Borings A-2, A-5, A-7 and A-8 generally encountered brown to orangish-brown clay (USCS Classification – CH) with chert from the existing ground surface to boring termination at 12 feet bgs. Refusal was encountered at 8.5’ bgs in boring A-

8. Borings A-1, A-3 and A-6 generally encountered 4 feet of brown to brown and gray silty clay (CL) underlain by orangish-brown to reddish-orange clay (CH) with chert until boring termination at 12 feet bgs. Refusal was encountered in boring A-6 at 12 feet bgs. Boring A-4 encountered 4 feet of light brown chert from the existing ground surface until 4 feet bgs, underlain by orangish-brown clay (CH) until boring termination at 12 feet bgs. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 3.

3.4-A Bedrock Conditions

Refusal was encountered in borings A-6 and A-8 at depths of 12 feet and 8.5 feet bgs, respectively. These locations were nearest to the rock outcropping formations in the northern portions of the section. The depth of the rock at the boring locations likely indicates steep pinnacle formations in the rock in Section A. Based on observance and the borings, these pinnacles are likely located in the northwest to northeast portions of the section; however, due to the nature of the geology they could be located in any portion of the sections.

3.5-A Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was not encountered in any of the eight borings for section “A”.

Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations.

Depth to groundwater should be verified prior to excavation in these areas.

4.0-A SECTION DEVELOPMENT CONSIDERATIONS

The following paragraphs summarize items to be considered in the development of section A for crypt design and construction.

4.1-A Construction Considerations

Based on the soil conditions encountered by the exploration and observation, much of the section will likely be suitable for the excavation and construction of crypts. For areas not covered with hard rock at the surface, the borings generally indicate the depth to hard rock in excess of 12 feet. Two borings near the rock outcropping to the north of the section indicate that pinnacle rock outcroppings are steeply sloping. However, with the observed weathering of the formation, hard rock could be encountered in areas not indicated by the borings at elevations less than 7 feet below the existing ground surface. These pinnacles will likely be encountered in the northwest to northeast portions of the proposed section. Hard rock removal techniques would likely be required for excavation of the pinnacles if encountered.

The excavations required for this project will stand for a short period of time, but will deteriorate. All excavations should be made and kept in compliance with the U.S. Department of Labor Occupational Safety and Health Administration (OSHA) regulations (29 CFR Part 1926).

4.2-A Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. Karst activity is verified near section A by the presence of a cave entrance to the west of section B. With mass excavations for crypt construction, existing soil arches could be exposed or weakened until failure occurred. This risk is likely the highest on the north and west portions of the section.

SECTION B

3.0-B SITE CONDITIONS

Section B, as represented in Figure 2, is proposed for the construction of columbariums. The following sections summarize our findings and observations relative to this section.

3.1-B Physical Setting

The topography at the time of the investigation of section B was generally moderately to steeply sloping to the west and south. Changes in relief of 10 feet or greater were present across the area. At the time of the investigation the section was covered with mowed grass, hard rock outcroppings, and few large trees. Significant limestone rock outcroppings were present in the central portions of the section as represented on Figure 3. It is estimated that the rock outcroppings cover 50 percent or greater of the proposed columbarium construction area. West of the proposed section B is the entrance to an underground cave along the outer road that has been blocked by masonry work. Surface water drainage was generally good across the area.

3.2-B Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

A large area of section B is covered with limestone outcroppings. The depth of the borings obtained along with limestone rock outcroppings indicate that severe differential weathering and karst activity has likely taken place within the geologic formation. This weathering and karst activity has resulted in pinnacle and boulder formations within section B. The karst activity is recognized in section B, as much of the section is likely underlain by a cavernous area indicated by the cave entrance to the west. From west to east, the section likely has the roof of the cavern with very large boulder formations on top of the cavern formation as the elevation increases to the east.

3.3-B Soil Conditions

The five (5) soil borings drilled for the exploration in section B encountered consistent conditions. Boring B-1 encountered stiff, brown silty clay (CL) with chert from the existing ground surface until 6 feet bgs, underlain by stiff, orangish-brown clay (CH) with chert until auger refusal at 11.5 feet bgs. Borings B-2, B-3, B-4 and B-5 encountered brown to light brown clay (CH) with chert from the existing ground surface until boring termination at 15 feet in borings B-2 and B-3, and auger refusal in borings B-4 and B-5 at depths of 12 feet and 5.5 feet, respectively. Soil consistency ranged from stiff to very stiff in all borings. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 3.

3.4-B Bedrock Conditions

Auger refusal was encountered in borings B-1, B-4, and B-5 at depths ranging from 5.5 feet to 12 feet. These locations were nearest to the rock outcropping formations. Boring B-5 encountered auger refusal at 5.5 feet and was located at the lowest elevation. The depth of the soil cover likely increases to the east of boring B-5 as the elevation increases, until the rock outcroppings at the higher elevations are encountered. The face of the rock outcroppings at the highest elevations are likely vertical in depth until the underlying cap rock is encountered. Boulders and pinnacles that are not outcropping may likely be encountered.

3.5-B Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was not encountered in any of the five borings. Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations. Depth to groundwater should be verified prior to excavation in these areas.

4.0-B SECTION DEVELOPMENT CONSIDERATIONS

The following sections summarize items to be considered in the development of section B for columbarium design and construction.

4.1-B Geotechnical and Foundation Considerations

Based on the soil conditions encountered by the exploration and observation, deep mass excavations would not be recommended in section B. Shallow excavations for foundations, not exceeding 2 feet in depth, may be feasible without encountering large amounts of hard rock removal. Foundation design and construction information for columbariums in section B may be seen in attached Figure 6. Areas of Section B covered with rock outcroppings, could possibly be utilized for columbarium construction with exposed rock bearing foundations.

Rock bolting could be used to resist structural overturning moment loads if required.

4.2-B Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. Karst activity is verified in section B by the presence cave entrance to the west of section B. The topography of the section likely indicates that the cavern underlies section B. With the relative light construction of the columbariums, additional risk of roof collapse of the cavern for the increased loads from construction is relatively low. However, current risk of roof collapse within the cavern is unknown. Additional study of the cavern by means of geophysical surveys (electrical resistivity) or physical exploration and survey of the cavern could be utilized to further determine the location of the cavern, overall thickness of the roof structure, and condition of the roof structure.

SECTION C

3.0-C SITE CONDITIONS

Section C, as represented in Figure 2, is proposed for the construction of crypts. The following sections summarize our findings and observations relative to this section.

3.1-C Physical Setting

The topography of section C at the time of the investigation was moderate to steeply sloping, with changes in relief of greater than 20 feet across the area. The topography generally slopes downward from section B to the start of section C. From boring location C-1, the topography sloped upward to the north with approximately 25 feet of relief toward boring C-

3. From boring C-3, the topography sloped upward to the east with approximately 20 feet of relief toward boring C-6. Limestone rock outcroppings were minor in section C. It is estimated that the rock outcroppings cover less than 5 percent of the proposed crypt construction area. Surface water drainage was generally good across the area.

3.2-C Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

Within section C, the depth of the borings obtained, along with limestone rock outcroppings in the areas surrounding section C indicate that severe differential weathering and karst activity has likely taken place within the geologic formation. This weathering and karst activity has resulted in deep slots within the bedrock and pinnacle formations.

3.3-C Soil Conditions

The six (6) soil borings drilled for the exploration in section C encountered consistent conditions. Boring C-1 encountered light brown sandy clay (CL) from the existing ground surface to refusal at 6 feet bgs. Borings C-2, C-3, C-4 and C-5 encountered brown, reddish-brown and orange clay (CH) with chert from the ground surface to boring termination at 12 feet bgs. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 3.

3.4-C Bedrock Conditions

Refusal was encountered in boring C-1 at a depth of 6 feet. This location was nearest to the rock outcropping formations. Boring C-1 was located at the lowest elevation. The depth of the rock at the boring locations likely indicates steep pinnacle formations in the rock in Section C. Based on observance and the borings, these pinnacles are likely located in the south portions of the section; however, due to the nature of the geology they could be located in any portion of the section.

3.5-C Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was not encountered in any of the six borings. Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations. Depth to groundwater should be verified prior to excavation in these areas.

4.0-C SECTION DEVELOPMENT CONSIDERATIONS

The following paragraphs summarize items to be considered in the development of section C for crypt design and construction.

4.1-C Construction Considerations

Based on the soil conditions encountered by the exploration and observation, much of the section will likely be suitable for the excavation and construction of crypts. For areas not covered with hard rock at the surface, the borings generally indicate the depth to hard rock in excess of 12 feet. Southern portions of section C, particularly the lower elevations, will likely encounter rock if excavations are greater than 5 feet in depth. Hard rock could be encountered in areas not indicated by the borings at elevations less than 7 feet below the existing ground surface. Hard rock removal techniques would likely be required for excavation of the bedrock surface or pinnacles if encountered.

The excavations required for this project will stand for a short period of time, but will deteriorate. All excavations should be made and kept in compliance with the U.S. Department of Labor Occupational Safety and Health Administration (OSHA) regulations (29 CFR Part 1926).

4.2-C Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. Karst activity is verified near section C by the presence of a cave entrance to the west of section B. The topography of the section likely indicates that the cavern underlies section B and could underlie portions of section C. With mass excavations for crypt construction, existing soil arches could be exposed or weakened until failure occurred.

This risk is likely the highest on the south and west portions of the section.

SECTION F

3.0-F SITE CONDITIONS

Section F2, as represented in Figure 2, is proposed for the construction of columbariums. The following sections summarize our findings and observations relative to this section.

3.1-F Physical Setting

The topography of section F at the time of the investigation was generally moderately to steeply sloping to the west and south. Changes in relief of 30 feet or greater were present across the area. At the time of the investigation the section was covered with mowed grass, hard rock outcroppings, and few large trees. Significant elevated limestone rock outcroppings and boulders were present in the central portions of the section as represented on Figure 3. It is estimated that the rock outcroppings cover 50 percent or greater of the proposed columbarium construction area. Surface water drainage was generally good across the area.

3.2-F Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

A large area of section F is covered with elevated limestone outcroppings. The depth of the borings obtained along with limestone rock outcroppings indicate that severe differential weathering and karst activity has likely taken place within the geologic formation. This weathering and karst activity has resulted in pinnacle and boulder formations within section F. Above the rock outcroppings to the east, the depth of soils likely increases as indicated by boring F-1.

3.3-F Soil Conditions

The four (4) soil borings drilled for the exploration in section F encountered consistent conditions. Borings F-1 and F-3 generally encountered 4 to 8 inches of topsoil underlain by stiff to very stiff, brown to reddish-brown silty clay (CL) to boring termination at 15 feet bgs.

Boring F-2 encountered 4 inches of topsoil underlain by stiff, brown sandy silty clay (CL) with chert to a depth of 3.5 feet bgs. At 3.5 feet, the boring encountered loose, brown sandy silt (ML) to a depth of 6 feet, underlain by firm to stiff reddish-brown silty clay (CL) with chert to boring termination at 15 feet bgs. Boring B-4 encountered 8 inches of topsoil underlain by stiff, brown sandy silty clay (CL) with chert to a depth of 6 feet bgs. Below 6 feet, the boring encountered stiff, reddish-brown silty clay (CL) with chert to auger refusal at 8 feet bgs. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 3.

3.4-F Bedrock Conditions

Auger refusal was only encountered in boring F-4 at a depth of 8 feet bgs. Boring F-4 was located at the higher elevations above the rock outcropping. The lower face of the rock outcroppings are likely vertical in depth until the underlying cap rock is encountered.

Boulders and pinnacles that are not outcropping may likely be encountered at the same elevations of the existing outcroppings or at the higher elevations.

3.5-F Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was not encountered in any of the four borings. Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations. Depth to groundwater should be verified prior to excavation in these areas.

4.0-F SECTION DEVELOPMENT CONSIDERATIONS

The following sections summarize items to be considered in the development of section F for columbarium design and construction.

4.1-F Geotechnical and Foundation Considerations

Based on the soil conditions encountered by the exploration and observation, deep mass excavations would not be recommended in section F. Shallow excavations for foundations, not exceeding 2 feet in depth, may be feasible without encountering large amounts of hard rock removal. Foundation design and construction information for columbariums in section F may be seen in attached Figure 6.

4.2-F Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. Karst activity is verified near section F by the presence of a cave entrance to the west of section B. The topography of the section likely indicates that the cavern underlies section B and could underlie portions of section C. With the relative light construction of the columbariums, additional risk of roof collapse of the cavern for the increased loads from construction is relatively low.

SECTION D

3.0-D SITE CONDITIONS

Section D, as represented in Figure 2, is proposed for the construction of crypts. The following sections summarize our findings and observations relative to this section.

3.1-D Physical Setting

The topography at the time of the investigation of section D may be described as a swale bounded by a steep slope to the west, with approximately 20 feet of relief and rock outcroppings, with an increasing slope to the east. The swale generally runs north and south.

Minor outcroppings were observed in the northern portion of the lower elevations of the swale. Several areas of small depressions were observed in the lower elevation of the section.

Surface water drainage was generally poor to fair across the area.

A large area of the lower elevations of the section has been marked as an “active area” on previous surveys performed at the site. This is a likely indicator of active karst areas.

3.2-D Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

Within section D, the depth of the borings obtained along with limestone rock outcroppings indicate that severe differential weathering and karst activity has likely taken place within the geologic formation. This weathering and karst activity has resulted in deep slots within the bedrock and pinnacle formations. These pinnacle formations have likely resulted in the limestone outcroppings observed in the section.

3.3-D Soil Conditions

The ten (10) soil borings drilled for the exploration in section D encountered varying conditions within the section. The borings generally encountered brown to reddish-brown silty clay (CL) with chert from the existing ground surface to boring termination at 12 feet bgs.

Boring D-4 encountered refusal at 5.5 feet bgs and boring D-7 encountered refusal at 6.5 feet bgs. Boring D-2 encountered soft, silty clays from approximately 3 feet bgs until boring termination at approximately 12 feet bgs. The upper 10 feet of soil encountered in boring D- 10 was classified as fill consisting of silty clays intermixed with organic debris and wood.

Borings D-7 and D-8 also encountered similar fill soils in the upper 6.5 to 8 feet of the soil profile. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 4.

3.4-D Bedrock Conditions

Auger refusal was encountered in boring D-4 at a depth of 5.5 feet bgs and boring D-7 at 6.5 feet bgs. Review of a previous report completed by Primm Engineering & Environmental Services dated November 4, 1994 has two borings in the region of section D in which auger refusal was encountered at 6.5 feet in the northern section of the section and at 1.5 to 3 feet in the lower portions of the section.

Based on the irregularity of the bedrock surface and the observed depressions in the lower elevations, karst activity has likely occurred within section D. The depth of the rock at the boring locations likely indicate deep weathering slots in the rock in Section D. Based on observance and the borings, these slots are likely located in the south portions of the section;

however, due to the nature of the geology they could be located in any portion of the sections.

3.5-D Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was not encountered in any of the ten borings. Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations. Depth to groundwater should be verified prior to excavation in these areas.

4.0-D SECTION DEVELOPMENT CONSIDERATIONS

The following paragraphs summarize items to be considered in the development of section D for crypt design and construction.

4.1-D Construction Considerations

Based on the soil conditions encountered by the exploration and observation, much of section D is likely marginal for construction of crypts by means of mass excavation. Mass excavations in the lower elevations of the swale in section D would likely encounter bedrock and bedrock pinnacles. In addition to pinnacles, personnel familiar with the section indicate that at times, portions of section D have been used as burn pits or stump burials during previous years. This is likely the reason for the encountered fill soils. However, the reason for the burn pits located in this area could be a common local practice of filling in karst depressions. This would coincide with the delineation on the previous surveys. Higher elevations in the west portion of section D may be suitable for crypt type construction. Additional mapping of the bedrock surface may be obtained by utilizing geophysical mapping.

The excavations required for this project will stand for a short period of time, but will deteriorate. All excavations should be made and kept in compliance with the U.S. Department of Labor Occupational Safety and Health Administration (OSHA) regulations (29 CFR Part 1926).

4.2-D Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. Indications of possible karst activity are located within the lower elevations of section D. The presence of active karst activity may be verified and bedrock surface mapping may be performed through additional geophysical study.

SECTION E

Section E, as represented in Figure 2, is proposed for the construction of crypts. The following sections summarize our findings and observations relative to this section.

3.0-E SITE CONDITIONS

In a geotechnical investigation of this nature, local topography, surface conditions, geologic setting, and site-specific soil and groundwater conditions are important. The following paragraphs summarize our findings relative to these topics.

3.1-E Physical Setting

The topography of section E at the time of the investigation may be described as an extension of the swale from section D, with a north to south topographic relief of approximately 15 feet. The west portions of section E are steeply sloping to the east, with approximately 30 feet of topographic relief. The area was covered with mowed grass with no trees or rock outcroppings at the time of the investigation. Surface water drainage was generally good across the area.

3.2-E Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

Within section E, observations of the underlying bedrock were not observed through the borings or outcroppings. Like much of the rest of the site, the underlying bedrock is subject to severe differential weathering and karst activity that has likely taken place within the geologic formation. This weathering and karst activity has resulted in deep slots within the bedrock and pinnacle formations.

3.3-E Soil Conditions

The fifteen (15) soil borings drilled for the exploration in section E encountered consistent conditions. Borings E-3 through E-15 generally encountered 4 to 6 inches of topsoil underlain by brown, reddish-brown and orange silty clay (CL) with chert from the existing ground surface to boring termination at 12 feet bgs, with the exception of borings E-4 and E-5. Boring E-4 encountered fill soils consisting of silty clays intermixed with organics until boring termination. Refusal was encountered in boring E-5 at a depth of 2.5’ bgs and was not verified if the refusal was caused by underlying bedrock or buried debris. Boring E-1 encountered 6 to 8 inches of topsoil underlain by sandy silt (ML) with chert to a depth of 8 feet bgs. Below 8 feet, the boring encountered reddish-brown silty clay (CL) with chert to boring termination at 12 feet bgs. Boring E-2 encountered 6 inches of topsoil underlain by reddish-brown sandy clay (CL) with chert to a depth of 4 feet bgs. Below 4 feet, the boring encountered reddish-brown clay (CH) with chert to boring termination at 12 feet bgs. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 4.

3.4-E Bedrock Conditions

Auger refusal was only encountered in boring E-5 at a depth of 2.5 feet bgs. This location was near boring E-4, in which some fill soils were identified. The cause of the refusal could not be verified at the time, whether caused by buried debris or the underlying bedrock surface. Due to the nature of the geology, pinnacles of hard rock could be located in any portions of the sections.

3.5-E Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was not encountered in any of the fifteen borings. Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations. Depth to groundwater should be verified prior to excavation in these areas.

4.0-E SECTION DEVELOPMENT CONSIDERATIONS

The following paragraphs summarize items to be considered in the development of section E for crypt design and construction.

4.1-E Construction Considerations

Based on the soil conditions encountered by the exploration and observation, much of the section will likely be suitable for the excavation and construction of crypts. The borings generally indicate the depth to hard rock in excess of 12 feet. Two borings near the south corner of the section indicate that pinnacle rock or buried debris may be present. However, with the observed weathering of the formation, hard rock could be encountered in areas not indicated by the borings at elevations less than 7 feet below the existing ground surface. Hard rock removal techniques would likely be required for excavation of the pinnacles if encountered.

The excavations required for this project will stand for a short period of time, but will deteriorate. All excavations should be made and kept in compliance with the U.S. Department

1926).

4.2-E Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. With mass excavations for crypt construction, existing soil arches could be exposed or weakened until failure occurred.

SECTION G

3.0-G SITE CONDITIONS

Section G, as represented in Figure 2, is proposed for the construction of crypts. The following sections summarize our findings and observations relative to this section.

3.1-G Physical Setting

The topography at the time of the investigation of section G was generally level with maximum topographic relief across the section of approximately 4 feet. At the time of the investigation the section was covered with mowed grass with large trees and open spacing. No limestone rock outcroppings were observed in section G. Surface water drainage was generally fair to good across the area with an observed construction stormwater drainage system.

3.2-G Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

Like much of the rest of site, the underlying bedrock is subject to severe differential weathering and karst activity that has likely taken place within the geologic formation. This weathering and karst activity has resulted in deep slots within the bedrock and pinnacle formations. Refusal on bedrock was encountered in four borings at depths ranging from 6.5 to

15.5 feet bgs.

3.3-G Soil Conditions

The eighteen (18) soil borings drilled for the exploration in section G encountered consistent conditions. All of the borings, with the exception of borings G-6-A and G-6-B encountered 1 to 8 inches of topsoil, underlain by brown, light brown and orangish-brown silty clay (CL) with chert to boring termination. Borings G-6-A and G-6-B encountered 4 inches of topsoil underlain by brick debris to refusal at 1.5’ bgs. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 4.

3.4-G Bedrock Conditions

Refusal was encountered on the underlying bedrock in G-1, G-4, G-8, and G-16 at depths ranging from 6.5 feet bgs to 15.5 feet bgs. Due to the nature of the geology, pinnacle or hard rock could be located in any portion of the section.

3.5-G Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was only encountered in boring G-16, at a depth of 10.5’ bgs, with a rise to 10.3’ after 5 minutes. Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations. Depth to groundwater should be verified prior to excavation in these areas.

4.0-G SECTION DEVELOPMENT CONSIDERATIONS

The following paragraphs summarize items to be considered in the development of section G for crypt design and construction.

4.1-G Construction Considerations

Based on the soil conditions encountered by the exploration and observation, much of the section will likely be suitable for the excavation and construction of crypts. The borings generally indicate the depth to hard rock in excess of 12 feet. Borings G-4, G-6, and G-16 indicated some areas of variable rock depth that could impact mass excavations. However, with the observed weathering of the formation, hard rock could be encountered in areas not indicated by the borings at elevations less than 7 feet below the existing ground surface. Hard rock removal techniques would likely be required for excavation of the pinnacles if encountered.

The excavations required for this project will stand for a short period of time, but will deteriorate. All excavations should be made and kept in compliance with the U.S. Department of Labor Occupational Safety and Health Administration (OSHA) regulations (29 CFR Part 1926).

4.2-G Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. With mass excavations for crypt construction, existing soil arches could be exposed or weakened until failure occurred.

SECTION H

3.0-H SITE CONDITIONS

Section H, as represented in Figure 2, is proposed for the construction of columbariums. The following sections summarize our findings and observations relative to this section.

3.1-H Physical Setting

The topography at the time of the investigation of section H was gently sloping with maximum topographic relief across the section of approximately 8 feet. At the time of the investigation the section was covered with mowed grass with large trees and open spacing. No limestone rock outcroppings were observed in section H. Surface water drainage was generally poor to fair across the section.

3.2-H Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

Like much of the rest of site, the underlying bedrock is subject to severe differential weathering and karst activity that has likely taken place within the geologic formation. This weathering and karst activity has resulted in deep slots within the bedrock and pinnacle formations.

3.3-H Soil Conditions

The four (4) soil borings drilled for the exploration in section H encountered consistent conditions. Borings H-1, H-2 and H-3 encountered firm to very stiff, brown and orangish-brown clay (CH) with chert from the existing ground surface to boring termination at 15 feet bgs. Boring H-4 encountered stiff, brown silty clay (CL) from the existing ground surface to

3.5 feet bgs, underlain by stiff, reddish-brown to orange clay (CH) with chert to boring termination at 15 feet bgs. The soil boring logs, provided in Appendix A, provide details of the conditions encountered and selected field and laboratory data collected. Appendix B provides cross section representation with elevations of selected borings. Boring locations and cross section locations are provided on Figure 5.

3.4-H Bedrock Conditions

Auger refusal was not encountered in any of the borings. Due to the nature of the geology, pinnacles of hard rock could be located in any portion of the section not identified in the borings.

3.5-H Groundwater Conditions

As described in Appendix A, the soil borings were augered without introduction of drilling fluid. Groundwater was not encountered in any of the four borings. Groundwater is not expected to impact excavations and fill operations; however it should be noted that groundwater levels will vary with changes in rainfall and other seasonal variations. Depth to groundwater should be verified prior to excavation in these areas.

4.0-H SECTION DEVELOPMENT CONSIDERATIONS

The following sections summarize items to be considered in the development of section H for columbarium design and construction.

4.1-H Geotechnical and Foundation Considerations

Based on the soil conditions encountered by the exploration and observation, columbarium construction appears to be feasible. Shallow excavations for foundations can likely be made without encountering large amounts of hard rock removal. Foundation design and construction information for columbariums in section H may be seen in attached Figure 6.

4.2-H Karst Activity Considerations

As discussed in the geologic conditions, the parent bedrock material underlying the site is comprised of sedimentary carbonate rock; therefore, there exists a risk of future sinkhole activity at the site. With columbarium construction, the increased loads from construction or construction activity should not increase the risk.

SECTION I

3.0-I SITE CONDITIONS

Section I, as represented in Figure 2, is proposed for the construction of crypts. The following sections summarize our findings and observations relative to this section.

3.1-I Physical Setting

The topography of section I at the time of the investigation was gently sloping with maximum topographic relief across the section of approximately 6 feet. At the time of the investigation the section was covered with mowed grass with large trees and open spacing. No limestone rock outcroppings were observed in section I. Surface water drainage was generally poor to fair across the section.

3.2-I Geologic Setting

General geology is the same as “Section 3.2-A Geologic Setting” paragraph 1.

Like much of the rest of the site, the underlying bedrock is subject to severe differential weathering and karst activity that has likely taken place within the geologic formation. This weathering and karst activity has resulted in deep slots within the bedrock and pinnacle formations.

3.3-I Soil Conditions

The six (6) soil borings drilled for the exploration in section I encountered consistent conditions. Borings I-1, I-2, I-4 and I-6 encountered brown, orangish-brown and reddish-brown clay (CH) with chert from the existing ground surface to boring termination at 12 feet bgs. Borings I-3 and I-5 encountered brown silty clay (CL) from the existing ground surface to 4 feet bgs, underlain by orangish-brown to brown clay (CH) with chert to boring termination at 12 feet bgs.